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Drainage Reports - 04/17/2008
PROPERTY OF 1POD T COBS U1111TWA Final Drainage, Sediment/Erosion Control and Stormwater Quality Report for The Plaza at Pavilion Lane Being a replat of Lot 1, Goodwill Industries of Denver Subdivision Fort Collins, Colorado Prepared for: PA Partners, LLC 4836 South College Avenue Ste 10 Ft. Collins, Colorado 80525 Phone: (970) 223-1494 LW Prepared by: SHEAR ENGINEERING CORPORATION Project No: 1592-07-07 Date: November 2007 Revised: January, 2008 Revised: February 5, 2008 Reports prior to latest revision date of February 5, 2008 are hereby superseded 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com TABLE OF CONTENTS Title Page Vicinity Map Table of Contents I. INTRODUCTION: ........................................................................................................ 1 II. GENERAL LOCATION AND DESCRIPTION.........................................................1 A. Property location........................................................................................................ 1 B. Description of Property.............................................................................................. 1 III. DRAINAGE BASINS AND SUB-BASINS.................................................................. 2 A. Major Basin Description............................................................................................ 2 B. Sub -Basin Description............................................................................................... 2 C. Historic Conditions.................................................................................................... 3 IV. DRAINAGE DESIGN CRITERIA.............................................................................. 4 A. Regulations................................................................................................................ 4 B. Development Criteria Reference and Constraints...................................................... 4 C. Hydrologic Criteria.................................................................................................... 4 D. Hydraulic Criteria...................................................................................................... 5 V. DRAINAGE FACILITY DESIGN.............................................................................. 5 A. General Concept......................................................................................................... 5 B. Specific Details — Runoff........................................................................................... 6 C. Specific Details — Detention...................................................................................... 6 D. Specific Details — Storm Sewer................................................................................. 8 E. Specific Detail - Culverts.......................................................................................... 8 F. Specific Detail — Inlets............................................................................................... 9 G. Specific Detail — Swales and Overflow Channel Sections ........................................ 9 VI. WATER QUALITY....................................................................................................... 9 A. General Concept......................................................................................................... 9 VII. EROSION CONTROL................................................................................................10 A. General Concept....................................................................................................... 10 B. Specific Details — Erosion Control Measures.......................................................... 10 C. Erosion Control Security Deposit............................................................................ 11 VIII. CONCLUSIONS..........................................................................................................11 A. Compliance with Standards..................................................................................... 11 B. Drainage Concept..................................................................................................... 12 IX. VARIANCE REQUEST..............................................................................................12 A. Variance From City of Fort Collins Requirements.................................................. 12 X. REFERENCES.............................................................................................................13 APPENDIX I Runoff Detention Inlets Storm Sewer Culverts Open Channels APPENDIX H Table 3-3 Rational Method Runoff Coefficients for Composite Analysis, FCSDCM Table RO-3, Recommended Percentage Imperviousness Values, USDCM. Figure 3-1 City of Fort Collins, Colorado Rainfall Intensity —Duration -Frequency Curve, FCSDCM APPENDIX III Erosion Control Security Deposit Estimate APPENDIX IV Master Drainage Plan Sediment/Erosion Control and Stormwater Quality Plan Storm Sewer Plan and Profile Page 1 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado I. INTRODUCTION: 1. This report presents the pertinent data, methods, assumptions, references and calculations used in analyzing and preparing the final drainage, erosion/sediment control and water quality design for The Plaza at Pavilion Lane. 2. The Plaza at Pavilion Lane is a replat of Lot 1, Goodwill Industries of Denver Subdivision. II. GENERAL LOCATION AND DESCRIPTION A. Property location The Plaza at Pavilion Lane is located in a portion of the south half of the southwest quarter of Section 36, Township 7 North, Range 69 West of the 6'' Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 2. The Plaza at Pavilion Lane is bounded on the north by the Parkway Townhomes P.U.D., on the south by Pavilion Lane, on the east by John F. Kennedy Parkway and on the west by the Larimer County Canal No. 2 Irrigation Ditch (Tract A, Fort Collins Retail Center P.U.D.). 3. Refer to the vicinity map located near the beginning of this report. B. Description of Property 1. The Plaza at Pavilion Lane is a replat of Lot 1, Goodwill Industries of Denver Subdivision. Lot 1, Goodwill Industries of Denver Subdivision has a total area of 3.19 acres. 2. The Plaza at Pavilion Lane will consist of an 84 room hotel and three (3) additional commercial building pads being marketed for either office or restaurant uses. 3. The site has been recently overlot graded with Goodwill Industries of Denver Subdivision and has been recently seeded. 4. The Larimer County Canal No. 2 irrigation ditch is located immediately west of the site. Ditch company coordination will be provided and ditch company approvals will be required. Page 2 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado III. DRAINAGE BASINS AND SUB -BASINS• A. Major Basin Description The project site is located in the McClelland -Mail Creek drainage basin of the City of Fort Collins Stormwater Master Plan Basins. There is a stormwater storage requirement for development in this basin designating that the 100-year storm must be stored and attenuated using a maximum release rate of 0.23 cfs per acre for new developments. 2. The project site is not within the limits of either a FEMA or City of Fort Collins designated floodplain. 3. An existing 24" RCP transferring detained runoff from The Fort Collins Retail Center, P.U.D. located immediately west of the project, currently releases into an existing swale located on the Plaza at Pavilion Lane property. This system is allowed to release a maximum flow of 3.60 cfs into the Lower McClellands channel. This maximum flow value of 3.60 cfs will be routed by storm sewer through this project's (The Plaza at Pavilion Lane) detention system undetained. B. Sub -Basin Description Basin 1 (0.76 ac) is comprised of an asphalt parking lot, landscaping and a small amount of roof area. The developed runoff from this basin will drain into an area inlet at design point 1. This basin is used for parking lot detention and there will be an orifice plate covering the outlet pipe of the area inlet box. The area inlet will be connected to the main trunk sewer by a 15" RCP and the runoff will be conveyed to the detention pond. 2. Basin 2 (0.70 ac) is comprised of an asphalt parking lot, landscaping and a large amount of hotel roof area. The developed runoff from this basin will drain into an area inlet at design point 2. This basin is used for parking lot detention and there will be an orifice plate covering the outlet pipe of the area inlet box. The area inlet will be connected to the main trunk sewer by an 18" RCP and the runoff will be conveyed to the detention pond. 3. Basin 3 (0.86 ac) is comprised of an asphalt parking lot, landscaping and a hotel and office building roof area. The developed runoff from this basin will drain into an area inlet at design point 3. This basin is used for parking lot detention and there will be an orifice plate covering the outlet pipe of the area inlet box. The area inlet will be connected to the main trunk sewer by a 15" RCP and the runoff will be conveyed to the detention pond. Page 3 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado 4. Basin 4 (0.21 ac) is comprised of an asphalt parking lot and landscaping area. The developed runoff from this basin will drain into an area inlet at design point 4. This basin is used for parking lot detention and there will be an orifice plate covering the outlet pipe of the area inlet box. The area inlet will be connected to the main trunk sewer by a 15" RCP and the runoff will be conveyed to the detention pond. 5. Basin 5 (0.13 ac) is comprised of landscaping and office building roof area. The developed runoff from this basin will drain to a small culvert at design point 5. The culvert will convey flow to the detention pond. 6. Basin 6 (0.14 ac) is comprised of landscaping and concrete areas. Runoff from this basin sheet flows to the detention pond that is also located in this basin. 7. Basin 7 (0.28 ac) is comprised mostly of landscaping and office building roof area. The developed runoff from this basin will be conveyed by swales and small culverts to the detention pond. a. Basin 7a (0.11 ac) is a sub -basin of Basin 7 created to calculate the flow entering the FES at the beginning of storm sewer "C". 8. Basins ST-102 and ST-103 were delineated and analyzed in the Final Drainage report for Goodwill Industries by Nolte Engineering titled "Goodwill Industries of Denver Final Drainage and Erosion Control Study"; report dated April 15, 2004 (latest revision October 4, 2005); City of Fort Collins approval date: 06/28/2006. They are included on the drainage plan for clarity in showing the detention compensation that The Plaza at Pavilion Lane project is providing for them. C. Historic Conditions 1. The existing terrain slopes from the northwest to the southeast at an average grade of 1.75%. Site runoff flows overland to an existing flared end section connected to a 14"x 23" HERCP. a. An existing 24" RCP transferring detained runoff from The Fort Collins Retail Center P.U.D., discharges into a swale on the west end of the site. Page 4 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado 2. Runoff from the north half roadway width of Pavilion Lane is intercepted at two locations by existing Type R inlets. a. Runoff that is intercepted by the pair of 10' Type R inlets that are centrally located in Pavilion Lane is conveyed to and detained by the detention pond located to the south on the Lot 2 Goodwill Industries of Denver property. b. Runoff that is intercepted by the existing 5' and 10' Type R inlets that are located in Pavilion Lane at the John F. Kennedy Parkway intersection, is conveyed undetained into the storm sewer system that runs parallel and along the east side of John F. Kennedy Parkway. IV. DRAINAGE DESIGN CRITERIA A. Regulations 1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual (FCSDCM) and options for storm drainage improvements discussed with the City of Fort Collins Stormwater personnel were considered. 2. All erosion control design criteria from the City of Fort Collins Erosion Control Reference Manual were considered. B. Development Criteria Reference and Constraints 1. Generally, any additional development within the site will not redefine grades along the property boundaries. C. Hydrologic Criteria 1. Rational Method - The Rational Method was used to determine peak runoff rates at design points for the sizing of inlets, storm sewers and street capacities. a. Percentage imperviousness values were taken from Table 3-3, Rational Method Runoff Coefficients for Composite Analysis of the FCSDCM (See Appendix II). Page 5 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado 2. Modified FAA Detention Method — the Modified FAA Detention Method as outlined in the Urban Drainage Storm Drainage Criteria Manual (USDCM) Control was used to compute the required 100-year storage volume requirement for the site. D. hydraulic Criteria Drainage channel capacities will be based on the Manning's Equation. Theoretical channel capacities will be determined using Flowmaster by Haestad Methods software. 2. Storm sewer hydraulic and energy gradeline (HGL\EGL) analyses will be conducted using StormCAD by Haestad Methods software implementing HEC-22 methodology. 3. Inlet and street design capacity are being analyzed using the UD-Inlet software provided by the Urban Drainage and Flood Control District. 4. The detention pond outlet will consist of a modified overtopping spillway option. The outlets will consist of a vault with a water quality structure and an orifice plate restricting the ultimate release rate to equal or less than the allowable release rate of 0.23 cfs per acre. a. An emergency spillway with a crest elevation set equal to or greater than the required 100-year water surface elevation and sized to convey the 100-year developed flow plus the offsite flow coming on to the property from the existing storm sewer at an operating head not exceeding 0.50 feet will also be implemented in each detention pond. 5. By virtue of the approval of this report, a variance has been granted by the City of Fort Collins Stormwater Utility to allow up to an 18" maximum storage depth for parking lot detention. V. DRAINAGE FACILITY DESIGN A. General Concept 1. The storm drainage system is designed to safely convey developed storm flows by sheet flow and concrete pans to area inlets located in the parking lots throughout the site. The outlet pipes of the area inlets for parking lot ponds 1 and 2 will have orifice plates covering them so that parking lot detention can be utilized to attain the total required 100-year storage volume - requirement for the site. Page 6 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado a. Flow from the area inlets will be conveyed by storm sewer to the detention pond located in the southeast corner of the site. This detention pond is the ultimate release point for the site and flow out of the pond will not be greater than the allowable release rate for the site of 0.23 cfs per acre. 2. Runoff from both sides of Pavilion Lane that drain to the pair of 10' Type R inlets in Pavilion Lane is conveyed to, and detained by, the detention pond located on the Lot 2 Goodwill Industries of Denver according to the approved final drainage report for Goodwill Industries of Denver Subdivision. 3. The tributary area that drains to the 5' and 10' Type R inlets located in Pavilion Lane at the intersection of John F. Kennedy Parkway will be compensated for by this project's detention system as described in the approved final drainage report for Goodwill_ Industries of Denver Subdivision. 4. Flow from the existing 24" RCP that discharges into a swale on the site from The Fort Collins Retail Center P.U.D, will be conveyed to the detention pond located in the southeast corner of the site by storm sewer and routed through the pond undetained. B. Specific Details — Runoff 1. The Rational Method was used to determine peak runoff rates for the 10- year and 100-year storm events at design points for the sizing of drainage structures and determining street capacities. Please see the hydrology summary table and the Rational calculations in the runoff section of Appendix I for the peak discharges of sub -basins within the project site. C. Specific Details — Detention 1. The site 100-year detention requirement is 0.807 ac-ft. The required water quality volume is 0.106 ac-ft. This gives a total required storage volume of 0.807 + 0.106 = 0.913 ac-ft. Detention volumes will be provided by a series of sump areas in the parking lot and a main detention pond area located in the southeast corner of the site. 2. The maximum allowable site release rate is 0.23 cfs/ac * 3.60 ac = 0.83 cfs. Page 7 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado 3. The detention pond provides 0.467 ac-ft of storage at a 100 year WSEL of 5019.50. The outlet structure of this pond serves as an extended detention water quality structure and controls the ultimate release rate from the site at 0.83 cfs. a. The emergency spillway elevation in the detention pond is set at the 100-year WSEL of 5019.50. The 25' weir length is sized to pass the flow from the existing storm sewer on the west end of the project and the 100-year flow to design point 6 (3.60 + 22.58 = 26.18 cfs) at an operating head of 0.50'. b. The maximum allowable release rate of 0.83 cfs is controlled by an orifice plate with a single circular orifice (3.62" dia.) cut into the invert of the plate. The plate covers the outlet pipe in the outlet structure. 4. The remaining required storage volume is attained in three detention areas in the parking lot at sump area inlet design points D1, D3 and D4. Runoff volumes and required release rates to achieve the needed storage were calculated for each area. a. Detention area "131" provides 0.175 ac-ft at a 100-year WSEL of 5022.82. An orifice plate covers the outlet pipe of the area inlet box. The circular orifice diameter is 0.61" and allows a maximum release of 0.025 cfs. b. Detention area "D3" provides 0.204 ac-ft at a 100-year WSEL of 5019.96. An orifice plate covers the outlet pipe of the area inlet box. The circular orifice diameter is 1.28" and allows a maximum release of 0.10 cfs. C. Detention area "D4" provides 0.067 ac-ft at a 100-year WSEL of 5019.50. An orifice plate covers the outlet pipe of the area inlet box. The circular orifice diameter is 4.19" and allows a maximum release of 0.975 cfs. 5. Detention requirements for the tributary areas for Basins ST-102 and ST- 103 of the approved final drainage report for Goodwill Industries of Denver Subdivision will be compensated for by this project's detention system as stated in their report. This is an equitable arrangement as each project essentially detains the area of a one-half street width for the adjacent Pavilion Lane. Page 8 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado 6. Runoff from the adjacent John F. Kennedy Parkway one-half street width will remain in the John F. Kennedy Parkway system and detained regionally. 7. A summary table of detention storage volumes for parking lot detention areas and the detention pond is displayed on the Master Drainage Plan. 8. Please see all detention calculations in Appendix I. D. Specific Details — Storm Sewer 1. Area inlets in the parking areas throughout the site collect runoff and provide local low spots for parking lot detention. The area inlets are connected to the trunk sewer called storm sewer "A" that conveys the runoff to the detention pond for final release from the site. 2. The existing 24" RCP transferring detained runoff from The Fort Collins Retail Center, P.U.D. will be connected to storm sewer "A" and this flow will be conveyed to the detention pond. a. The approved final drainage report for Goodwill Industries of Denver Subdivision states that this system is allowed to release a maximum flow of 3.60 cfs into the Lower McClellands channel. This maximum flow value of 3.60 cfs is used for the storm sewer HGL/EGL analysis. 3. An area inlet grate has been used at the MH A-5 location on the storm sewer "A" run because the 100-year HGL rises slightly above the ground elevation there. This area is within detention area "3". 4. Please see the storm sewer HGL/EGL analyses in Appendix I. E. Specific Detail — Culverts Flow from swales in basins 5 and 7 will be conveyed under accesses by 15" RCP culverts. Conservative culvert calculations have been completed for each basin showing the 15" culvert size will accommodate the highest flows in the basins. 2. Please see the culvert analyses in Appendix I. Page 9 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado F. Specific Detail — Inlets 1. The parking lot grading and area inlet system is designed to utilize parking lot detention up to the maximum allowable depth of 18". The grates have been sized to pass the required flows to the storm sewer. 2. The area inlet boxes at design points D1, D3 and D4 will contain orifices to attenuate flow to attain required storage volumes as mentioned previously in the "C. Specific Details — Detention" of this report. G. Specific Detail — Swales and Overflow Channel Sections 1. Minor swales will convey flow through basins 5 and 7 to the detention pond. The swales will have side slopes of 4:1. A calculated rating table shows depth and velocity for the range of slopes and the maximum 100-year flow found in the basins and shows the hydraulic criteria is met in all cases. 2. Sections A -A and B-B show worst case conveyance to the detention pond if all of the area inlets plugged and the entire flow had to be conveyed between the Lot 1 and Lot 2 buildings. 3. Please see the hydraulic calculations in Appendix I. VI. WATER QUALITY A. General Concept 1. Water Quality measures will be provided in accordance with Best Management Practices as presented in the Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September, 1999 (revised October 2005). a. Permanent structural BMP's will consist of riprap forebays at the culvert entering the pond, grass scrubbing across the bottom of the detention pond during first flush conditions, and an extended detention basin facility incorporated into the detention pond. b. Construction BMP's will consist of gravel filters at inlets, surface roughening and re -vegetation, vehicle tracking pads at the access to Pavilion Lane, and silt fence around downstream construction limits. Page 10 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado 2. The on -site detention pond will be designed to work also as an Extended Detention Basin (EDB). An EDB enhances stormwater quality runoff by using a much smaller outlet that extends the emptying time of the more frequently occurring runoff events. The extended emptying time of 40-hours facilitates pollutant removal and reduces peak stormwater runoff rates. A water quality control device to allow for the required 40-hour water quality detention volume will be installed in the new detention pond outlet structure. a. A water quality volume of 0.106 ac-ft is required for the EDB. Please see the associated water quality calculations included in Appendix I. b. The maximum water quality WSEL in the detention pond is 5015.21. C. The water quality orifice plate consists of one column of five (5) holes of 0.682" diameter spaced at 4" O.C. VII. EROSION CONTROL A. General Concept Erosion control measures are identified on the Sediment/Erosion Control and Stormwater Quality Plan. 2. An erosion control security deposit is required in accordance with City of Fort Collins policy (Chapter 7, Section C: SECURITY; page 7.23 of the City of Fort Collins Development Manual). In no instance shall the amount of the security be less than $1,000.00. B. Specific Details — Erosion Control Measures 1. The following temporary erosion control measures are specified on the Sediment/Erosion Control and Stormwater Quality Plan: a. Gravel vehicle tracking control pad at the existing entry to the site. b. Wattles used for pond outlet structure water quality plate protection. C. Silt Fence along Pavilion Lane, John F. Kennedy Parkway frontage and the west boundary adjacent to the Larimer County Canal No. 2 ditch. d. Curb Gravel Inlet Filter on the north side of Pavilion Lane at the existing site entry. Page I I Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado e. Area inlet gravel filters on the site. 2. A stabilized stone Vehicle Tracking Control (VTC) pad will be located at points of ingress and egress on a construction site. The stone pad is designed to reduce the amount of mud transported onto public roads by construction traffic. 3. The following permanent erosion control measures are specified on the Sediment/Erosion Control and Stormwater Quality Plan: a. Seeding of the open areas, including the detention pond. b. EDB water quality control pond in the base of the detention pond. C. Riprap pads at the outlets of all culverts and the outlet of storm sewer "A". Buried Type M (d50 = 12") riprap will be placed on the emergency overflow weir down to the toe of slope (back of sidewalk) and will extend for 10' laterally past each side of the weir. i. Please find the riprap calculations in Appendix I with the storm sewer and culvert analyses. C. Erosion Control Security Deposit An erosion control security deposit is required in accordance with City of Fort Collins policy. In no instance shall the amount of the security be less than $1,000.00. 2. See the Erosion Control Security Deposit Requirements document located in Appendix III. 3. The erosion control security deposit is reimbursable. 4. The erosion control security deposit is equal to $ 6,804.38. VIII. CONCLUSIONS A. Compliance with Standards 1. The grading and drainage design for The Plaza at Pavilion Lane will comply with the requirements of the City of Fort Collins Storm Drainage Design Criteria Manual. Page 12 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado 2. All erosion control measures will comply with the City of Fort Collins Storm Drainage Design Standards and generally accepted erosion control practices. 3. Water quality control measures will generally conform to the design criteria outlined in the Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado. B. Drainage Concept The drainage design for The Plaza at Pavilion Lane will be adequate to safely convey onsite and offsite flows through the development. The design will attenuate the 100-year developed site flow down to the 0.23 cfs per acre maximum allowable release rate as required by City of Fort Collins master drainage planning for this area. 2. This drainage plan accommodates the historical discharge from the Fort Collins Retail Center P.U.D on to this site by routing this flow undetained through the proposed detention system and into the regional storm sewer system located in the John F. Kennedy Parkway right -of —way. 3. This drainage design adequately addresses undetained runoff from Pavilion Lane by providing compensating detention volume within the proposed site detention system. IX. VARIANCE REQUEST A. Variance From City of Fort Collins Requirements 1. A variance request is being made for the maximum depth of water in parking lot detention ponds during a 100-year event. The maximum allowable depth of water allowed in a parking lot is twelve inches (12"). This request is to allow ponding depths to exceed twelve inches (12") in the parking lot during a 100-year event, but in no case exceed eighteen inches (18"). Approval of this report represents approval of the variance requested. Page 13 Final Drainage, Sediment/Erosion Control and Stormwater Quality Report The Plaza at Pavilion Lane; Fort Collins, Colorado X. REFERENCES A. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards"; March 1997 B. City of Fort Collins 'Erosion Control Reference Manual"; January 1991 C. Urban Storm Drainage Criteria Manual Volume 1; Urban Drainage and Flood Control District, Denver, Colorado, June, 2001. D. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado, June, 2001. E. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September, 1999. F. Goodwill Industries of Denver Final Drainage and Erosion Control Study; report dated April 15, 2004 (latest revision October 4, 2005); Nolte Engineering; City of Fort Collins approval date: 06/28/2006 G. Hydrologic Update to the McClellands Master Drainage Plan (Lemay Avenue to Larimer County Canal No. 2) and Harmony Centre Master Drainage P1; Lidstone & Anderson, Inc.; October 9, 1997 APPENDIX I Runoff Detention Inlets Storm Sewer Culverts Open Channels Runoff m a m a ry n m m O O O O O O O G bm mFFvSiS � e:: ry n Y m m � r r VI N O 1`b m{YO Nrym[7 O rri riot mmoo u yy�� p pp rr o c E U U 9 fp00Nt�NOONN a odococcccc E s 8 nmm����Nnn 4 OOOOOOt�l000 a �NClf M3m m m Yl`__ o0 N NN E a° o0 G �NRIYm ml��� qpd O N N 4 + O t` o0 Iz z O LL H z W U z O 0 LL O W 2 h .1 < M �. C LNW T 1 1.1.. J Q, C C,4 O O O O O N O O Z ET in toLnInLnrLn6 LL � ,C ONT rtnOOCO UO o vvvvrn0oao T co co co w o o 0 o J T r T T T O O M W W 2 ~ W W a. o Ln Ln un trn O o rrrrIQ ; O ] � 00000 v J W m Z W Q Q Q Q I Q0n.11aa0 I O 2 U 2 Zr ID co N 0 0 0 W J c (D O O ap r N� CU v NrTO W H 0 Z of 00000000 OO OOOOOO Q Oc N N N N N T N N 19 Q Z 2 H 0 �� OOOIA�MfD to Z W (o eOW tnM�OT �U Mraoa000covrr QQ 00000000 Z Q UN So0(OTM V OOT I� r w N T T N T a ¢ o O C 0 0 0 G O m Z aO NMVtoOr^ CO 2>1 C N A N M N .00 m II (Up U N C U O J > �tf o 7 N N a .?-" d N II C J c d m U N L N' " a (D n �Lja Z N 20 ao to N N �j Z O H Z w V Z O u LL w H• E O N c oM .N m e '> m �a o m m a `—° Oa N v m >, 0 0 r t LO _ N u u U M 00 ~II w Y � Q M r. w J Q C N O O 000000 Z Er 0LoinSri L0666 I I .0 0007r t0000 E N O N O r 0 0 0 U in0 vvvvrn0000 Q r 0 W 0 CD 0 0 0 0 J r r r r 0 0 M w w 2 w w p o r-rnnLn I l o > J 00006 V Q w H w m Z w Q Q Q Q Q a -co dCLaIL I I = I- U 2 NZ rn wwN O O O w J C ECO O LO CO Cl) CO Metr 00000voo Lu H Z wao000000� Oo ,n0000000� `-' N N N N N r N N Q Z S H U' 00000M O 4 Z w J Co0000n co a)U c•>rn000nrna000 Q O r r r 0 0 0 0 Z w U OOOr CO It 00r NnnCONrrNr Q Q 60000660 m Z 00 ZrrNMct0C r- �a m 2CC) ao to N N 6 Y E u C o "8800 ij-00000000 000 •� 5 n �s'888888 0 000000 ol €�88888888 a ,� .-00000000 88888888 m -m8888888 .39 LL 4l `� N Y L W K N F I I I I I 1 1 1 C C Y o:R I I I I I 1 1 1 VI ` �211111111 1 1 1 1 1 C N � z_ v I I I I I I I I U Y$o$oog oo ` IXX C�y 00r NbN°Ir 00�➢mQNm C ° m Y �p , O N e. g N � C ¢ Z6, O O o m O o N j _QQQQQmQQ m m m m m fQ . b b 00000000 "y E NhtN YIN CNN 8i o0000000 9 H G C 0 0 0 O O 0 Z ,�j L E Oo000m00 00066000 44 E zpp F 8 2 I I I I I J id y.5 E OY I ON N o O O N O O N N r N N r v; N q N m Q h V' n r ry m Epg LL q��Nm Qln lnr� ) [ !■aaa#a#\ !/ ! —������� R!!||!8888w Ell S8888888- l����,���� | IIIit «� �k«!§§§|||! k#©w'o§ 6 % \ «!!!5!■5; !/!O !!!!!0M \C.!i !§ : m###■@rG l7f;:;;;;;: _ /l;;; asoqqqqoo i \ Detention The Plaza at Pavillion Pond Area D1 Detention Pond Volume Rating Curve 5021.50 16 0 0.000 0.000 5022.00 2,783 0.064 0.012 0.012 5022.50 11,809 0.271 0.078 0.089 5022.82 11,809 0.271 0.086 0.175 100-year WSEL = V = Id(A+B+ AB) where: V = volume between contour interval d = elevation„ - elevation„-1 A = area of elevation„-1 contour B = area of elevations contour 9:28 AM 1 /3/2008 The Plaza at Pavillion Pond Area D3 Detention Pond Volume Rating Curve 5018.50 16 0 0.000 0.000 5019.00 4,467 0.103 0.018 0.018 5019.50 9,954 0.229 0.081 0.099 5019.96 9.954 0.229 0.105 0.204 100-year WSEL = V = 3d(A+8+ AB) where: V = volume between contour interval d = elevation„ -" elevationn_1 A = area of elevationn_1 contour B = area of elevation„ contour 9:29 AM 1 /3/2008 The Plaza at Pavillion Pond Area D4 Detention Pond Volume Rating Curve 5018.50 16 0 0.000 0.000 5019.00 3,973 0.091 0.016 0.016 5019.50 4,830 0.111 0.050 0.067 100-year WSEL = V = 3d(A+8+ AB) where: V = volume between contour interval d = elevations - elevationn_1 A = area of elevationn_1 contour B = area of elevation„ contour 9:29 AM 1 /3/2008 The Plaza at Pavillion Detention Pond Detention Pond Volume Rating Curve 2 Area Area Cumulative Storage(ft-) 5013.70 (ft. ) 0 (acre) 0 (acre-ft.) 0.000 0.000 5014.00 3,521 0.081 0.008 0.008 5015.00 3,566 0.082 0.081 0.089 5016.00 3,610 0.083 0.082 0.172 5017.00 3,649 0.084 0.083 0.255 5018.00 3,689 0.085 0.084 0.339 5019.00 3,729 0.086 0.085 0.424 5019.50 3,752 0.086 0.043 0.467 100-year WSEL = WQ WSEL = V = Id(A+B+ AB) where: V = volume between contour interval d = elevation - elevation.-, A = area of elevation,, contour B = area of elevationn contour 100 year Volume Required = 0.807 acre-ft WQ Design Volume Required = 0.106 acre-ft Total Volume Required = 0.913 acre-ft Total Volume Provided = 0.913 acre-ft 0.000 difference 9:29 AM 1 /3/2008 O Q d O - U W Cl)N CD N I O y v I I O e s C 0 0 0 LL Q D O O O O L C j O O O O O mSQV a) Cl) ° r W ici v ui CO 4) atOiSQU cL EDP CL rn c v GQ 0 N N - CR tND E m " es COCO(DID L U) O O O O j N Cfl O 00 Lf) N (LO > (O '� d .�- W V O O N c0 LO p ._ LO (D CO C) N Uw N C N fD O O O CO O N N N A 0)W C> v A _N N W N O f� lCl N O � W CO N O N D a d -j Cp O O U N n v m O 0 0 0 Z Worksheet Worksheet for Broad Crested Weir Project Description Worksheet Emergency Overflow Weir Type Broad Crested Weir Solve For Crest Length Input Data Discharge 26.180 cfs Headwater Elevr ,020.00 ft Crest Elevation ,019.50 ft Tailwater Elevati ,019.00 ft Crest Surface Tt Paved Crest Breadth 3.00 ft Results Crest Length 24.22 ft Headwater Height Above 0.50 It Tailwater Height Above C -0.50 ft Discharge Coefficient 3.06 US Submergence Factor 1.00 Adjusted Discharge Coef 3.06 US Flow Area 12.1 ft' Velocity 2.16 ft/s Wetted Perimeter 25.22 ft Top Width 24.22 ft Project Engineer: Frederick C. Ernst d:\...\pavilior. . .fm2. Ernst Engineering FlowMaster v7.0 [7.00051 01/03/08 09:39:31 AM 0 Haestad Methods, Inc. - 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 �I }! �| � {`7 ! ; �! ! �& |,- J C§ R ±` CS &!| �OB Z u d \! .� �)k\)) \ - k co \)0 2) { ( 00 -- , �\ (\,OM \ Q`-! va ; 7m !£ ( fl�k�/ $333� \ �\ \\ } 0NO z © _In !� \f \ - !: ,6 ))�\ \ E275 \) !&0 \kLL, c �- mu ,0 K �!)\/k%]) , \[) \: E,7;«|! k \}00 $ \} ; [\ ,,,, $ :W-V j\ \E moo, a ;)\))/(\\k !! \ \!f|/�! ! 2� |aq `j !� L !) § , ! DETENTION VOLUME BY MODIFIED FAA METHOD (See USDCM Volume I Runoff Chapter for description of method) Project: The Plaza at Paviilion Basin ID: Site - 100 yr ff Coefficient C = 0.81 �ment Drainage Area A = 3.80 acres n Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) of Concentration of Watershed Tc = 11 minutes num Allowable Release Rate q = OA3 cfs 11 Determination of Detention Volume Using ModifiedMethod Rainfall Intensity inches/hr lout ut Inflow Volume cubic feet out utl Adjustment Factor IOutnu! Average Outflow cfs foul ut Outflow Volume cubic feet lout ut1 Storage Volume cubic feet foul ut) a 0 0.00 0.00 0 0 9.95 8,553 1.00 0.83 248 8,405 7.72 13427 1.00 0.83 496 12,931 6.52 17,010 0.88 0.73 653 16357 5.60 19460 0.78 0.85 777 18703 25 4.98 21654 0.73 0.60 001 20753 30 4.52 23,584 0.69 0.57 1 025 22 559 35 4,09 24,837 0.86 0.55 1149 23688 40 3.74 28,019 0.64 0.53 1.273 24.746 45 3.48 27,080 0.63 0.52 1397 25.683 50 3.23 28,089 0.61 0,51 1522 26588 55 3.03 28,985 0.80 0.50 1 646 27,339 8o 2.88 29,840 0.59 0.49 1,770 28,076 55 2.72 30750 0.59 0.49 1894 28,856 70 2.59 31,533 0.58 11 0.48 2,018 1 29,615 75 2.48 32,360 0.58 0.48 2142 30,208 90 2.38 33,118 0.57 0.47 2288 30850 a5 2,29 33,855 0.57 0.47 2.390 31,466 90 2.21 34,594MI 0.47 2,514 32,080 95 2.13 351940.46 2 638 32,558 100 2.06 35.8290.46 2,7e3 33,058 105 2.00 36 525 0.48 2 887 33,638 110 1.94 37116 0.46 3011 34,106 115 1.89 37.803 0.45 3,135 34,568 120 1. B4 38,4030.45 1 3,259 35 144 Stormwater Detention Volume (Cubic Feet) = 35,144, Stormwater Detention Volume (Acre Feet) - 0.807 WQ (ac-ft) 0.106 Total (ac-ft) 0.913 DETENTION VOLUME BY MODIFIED FAA METHOD (See USDCM Volume I Runoff Chapter for description of method) Project: The Plaza at Pavilion Basin ID: Basin I - 100 yr Design Information (input): Runoff Coefficient C = 0.76 Catchment Drainage Area A= 0.76 acres Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 5 minutes Maximum Allowable Release Rate q = 0.03 cis FIF-ueterimmationo etention o ume sm o i ie Method Rainfall Duration minutes in ut Rainfall Intensity inchesthr Inflow Volume cubic feet Adjustment Factor cu; ut Average Outflow cis �0.00 Outflow Volume cubic feet ��0 Storage Volume cubic feel (outout) 0 0 0.00 0 5 9.95 1,734 1.00 0.03 8 1,727 10 T72 2891 0.75 0.02 11 2,680 15 8.52 9409 0.87 0.02 15 3,394 20 5.60 3,904 0.63 0.02 19 3,886 25 4.98V4,978 0.80 0.02 23 4,318 30 4.52 0.58 0.01' 26 4701 35 4.08 0.57 0.01 30 4948 40 3.74 0.58 0.01 34 S 182 45 3.48 0.58 0.01 38 5 390 So 3.23 0.55 0.01 41 5,589 55 3.03 0.55 0.01 45 5765 80 2.86 0,54 0.01 49 5,933 85 2.72 0.54 0.01 53 6,111 70 2.59 0.54 0.01 55 6.264 75 2.48 6,454 0.53 0.01 60 6,424 80 2.38 6,638 0.53 0.01 64 8,574 85 2.29 8,788 0.53 0.01 88 8 718 90 2.21 6,934 0.53 0.01 71 a 883 95 2.13 7,064 0.53 0.01 75 8,979 100 2.08 7,161 0.53 0.01 79 7,103 105 2.00 7,321 0,52 0.01 83 7.230 110 1.94 7,439 0,52 0.01 se 7.353 115 1.89 7,577 0,52 0.01 90 7.487 120 1.84 7 897 0.52 0.01 94 7 804 Stormwater Detention Volume (Cubic Feet) - 7,604 Stormwater Detention Volume (Acre Feet) - 0.175 DETENTION VOLUME BY MODIFIED FAA METHOD (See USDCM Volume I Runoff Chapter for description of method) Project: The Plaza at Pavilion Basin ID: Basin 3 - 100 yr Design Information (Input): Runoff Coeffclent C = 0.88 Catchment Drainage Area A = 0.88 acres Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 5 minutes Maximum Allowable Release Rate q = 0.10 cfs Determination of Detention Volume Using MoaltleMkWletnocl Rainfall Duration minutes Rainfall Intensity inches/hr Inflow Volume cubic feet Adjustment Factor goat ut1 Average Outflow cfs ut Outflow Volume cubic feet fo-roi Storage Volume cubic feet 0 0 0.00 0,00 0 0 6. 9.95. 2,257 1.00 0.10 30 2 227 10 7.72 3502 0.75 0.06 45 3457 15 6.52 4,437 0.67 0.07 50 4,377 20 5.50 5,081 0.63 0.08 75 6006 25 4.98 5,648 0.80 1 0.00 90 5,558 30 4.52 8,161 0.58 0.00 105 8,048. 36 4.08 8 478 0.67 0.00 120 6,358 40 3.74 6 786 0.50 0.06 _ 136 6 651 45 3.46 7,063 0.58 0.05 150 6.913 50 3.23 7,326 0.55 0.08 165 7181 56 3.03 7 560 0.55 0.05 1 so 7 380 60 2.88 7,784 0.54 0.05 195 7,589 85 2.72 8,020 0.54 0.05 210 7810 70 2.59 1 8,224 0.54 0.05 225 7.999 75 2.48 8,43e 0.53 0,05 240 s0 2.38 8,637 0.63 0.05 255 65 2.29 8,830 0.63 0.05 270 90 2.21 9,023 0.53 0.05 285 95 2.13 9,179 0.63 0.06 300 j8.738 100 2.06 9346 0.53 0.05 315 105 2.00 9,528 0.62 0.05 330 110 194 9581 0.52 0.05 345 115 1.89 9.880 0.82 0.09 360 120 1.84 10,016 0.52 O.D5 375 9 841 Stormwater Detention Volume (Cubic Feet) . 9,641 Stormwater Detention Volume (Acre Feet) . 0.221 DETENTION VOLUME BY MODIFIED FAA METHOD (See USDCM Volume I Runoff Chapter for description of method) Project: The Plaza at Pavilion Basin ID: Basin 4- 1 yr ff Coefficient C = 0.85 iment Drainage Area A = 0.21 acres n Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) of Concentration of Watershed To = 5 minutes num Allowable Release Rate q = 0.03 cis 1IF--luetermlin-aTlUn-of Difintion volume using modifiedMethod Rainfall Duration minutes (input) Rainfall Intensity inchesihr fou!c_^ Inflow Volume cubic feet Adjustment Factor Average Outflow cis out of Outflow Volume cubic feet Output) Storage Volume cubic feet (output) 0 0 0,00 0.00 0 0 5 9.95 530 1.00 0.03 8 523 10 7.72 823 0.75 0.02 11 812 15 6.52 1043 0.67 0.02 15 1.028 20 5.60 1194 D.83 0.02 19 1,175 25 4.98 1327 0.60 0.02 23 1305 30 4.52 1,445 0.58 0.01 26 1,419 35 4.08 1522 0.57 0.01 30 1,492 40 3.74 1,505 0.56 0.01 34 1 561 45 3.48 1650 0.56 0.01 38 1,622 50 3,23 1722 0.55 0.01 41 1,680 55 3.03 1777 0.55 0.01 45 1732 80 2.66 1,829 0.54 0.01 49 1,781 55 2,72 1885 0.54 0.01 53 1,832 70 2.59 1933 0.54 0.01 58 1877 75 2.48 983 1M!!7 0.53 0.01 so 1,923 80 2.38 0.53 0.01 64 1,955 55 2.29 0.53 0.01 88 2008 90 2.21 0.53 0.01 71 2049 95 2.13 O.b3 0.01 75 2.062 100 2.06 0.53 0.01 79105. 2.00 0.52 0.01 83 2158 110 1.94 0.52 0,01 85 2189 1151.89 0.52 0.01 90 2 227 120 1.84 0.52 0.01 941 2,280 Stormwater Detention Volume (Cubic Feet) - 2,260 Stormwater Detention Volume (Acre Feet) - 0.052 z a H W U N W N 9 s C Ial 0 z E 8 16 i a o 0 0 0 0 0 0 0000 0000 0 O 0 0 ��ia�aaa�aa �IIIBI�1�11■II�II■ Inlets Area Inlet Design - Sump Condition The Plaza at Pavilion rf7 This sheet computes the controlling area inlet flow condition. Weir Equation: Q., = CLH' where: H = head above weir Orifice Equation: Q., = C.A.e f2gH where: H = hr - h 1 Grate: Neenah R-3203-B Weir: Orifice: C.„.,, = 2.80 C.M. = 0.6 L.,. = 6.60 ft. (1) A., . = 1.00 ft r1oliging Fodor, 0.50 Number of Inlets = 1 Flowline elevation of grate = 100.00 100 year Design Flow (cfs) = 0.10 100 year WSEL (0.1) = 100.00 Head (ft.) O„..,, O..n . 0.111.1 WSEL 0.00 0.00 0.00 0.00 loo.00 0.50 3.27 1.70 1.70 100.50 1.00 9.24 2.41 2.41 101.00 1.50 18.97 2.95 2.95 101.50 2.00 26.13 3.40 3.40 102.00 2.50 36.52 3.80 3.80 102.50 3.00 48.01 4.17 4.17 103.00 3.50 60.50 C50 4.50 103.50 4.00 73.92 4.81 4.81 104.00 4.50 88.20 5.10 5.10 104.50 5.00 103.31 5.38 5.38 105.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 120 100 so f 60 40 20 0 0 00 Weir -Orifice Control-a-aaNi ) t0ohfice 1.00 2,00 Flow39 th lR) 4.00 5.00 600 9:43 AM 1/3/2008 Area Inlet Design -Sump Condition The Plaza at Pavillion This sheet computes the controlling area inlet flow condition. Weir Equation: Q_ = CLH' where: H = head above weir Orifice Equation: Q., - Ce 4 28H H= Grate: Neenah R-3203-B Weir: Orifice: C-, = 2.80 Cnw = 0.6 Lc„u = 6.60 ft. (1) A.,,,. = 1.00 ft' Clo m Factor• 0.50 Number of Inlets = 3 Flowline elevation of grate = 100.00 100 year Design Flow (cfs) = 0.10 100 year WSEL (0.1) = 100.00 Head (ff.) O,,.Ir a.m. OPo„wl WSEL 0.00 0.00 0.00 0.00 100.00 0.50 9.80 5.10 5.10 100.50 1.00 27.72 7.22 7.22 101..00 1.50 50.92 8.94 8.84 101.50 2.00 78.40 10.21 10.21 102.00 2.50 109.57 11.41 11.41 102.50 3.00 144.04 12.50 12.50 103.00 3.50 181.51 13.51 13.51 103.50 4.00 221.76 14.44 14.44 104.00 4.50 264.61 15.31 15.31 104.50 5.00 309.92 16.14 16.14 105.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. r350 1 300 250 200 _ 150 u 100 50 0 - 0.00 Weir -Orifice Control 1.00 2.00 300 400 500 -.-.- Flow Depth IM1l-_ 600 �eslUl��o1N� �Z 9:44 AM 1/3/2008 Storm Sewer e nm a omomw D aide �DOFON" `^nmou�0 od�Ec on.me mme]] ....gEmBmm (O °p! 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HS-16 Pp V g d 9.3 2.37 32.2 2.5 'Enter Figure HS-20 with Pd and pipe diameter Minimum Thickness: T=1.75Dso Eq. HS-17 T (ft.) Riprap Type Deo (ft) 1.3 L 0.75 Basin length: For circular7L= 1 Max L = 4D or — 21Eq. HS-18 Lmaz D V 10 2.5 2.37 Basin width: W = 4 D Eq. HS-20 w D 10 2.5 c:ut ott wan ae tn: B = � +T Eq. HS-22 B (ft.) D T 2.56 2.5 1.3 Culverts Culvert Designer/Analyzer Report Basin 5 and 7 Culverts Analysis Component Storm Event Design Discharge 0.95 cfs Peak Discharge Method: User -Specified Design Discharge 0.95 cfs Check Discharge 2.41 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge 0.95 cfs Depth 0.46 ft Bottom Elevation Velocity 99.92 ft 1.11 fUs Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 0.95 cfs 100.59 ft 2.33 ft/s Weir Not Considered N/A N/A N/A Project Engineer: Fred Ernst d:\...\the plaza at pavillion.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 01/03/08 10:09:39 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Basin 5 and 7 Culverts Component: Culvert-1 Culvert Summary Computed Headwater Elev: Inlet Control HW Elev. Outlet Control HW Elev. Headwater Depth/Height 100.59 ft 100.52 ft 100.59 ft 0.47 Discharge Tailwater Elevation Control Type 0.95 cfs 100.38 ft Outlet Control Grades Upstream Invert Length 100.00 ft 15.00 ft Downstream Invert Constructed Slope 99.92 ft 0.005000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream M1 Mild Subcritical 2.33 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.46 ft 0.39 ft 0.38 ft 0.005213 ft/ft Section Section Shape Section Material" Section Size Number Sections Circular Concrete 15 inch 1 Mannings Coefficient Span Rise 0.013 1.25 ft 1.25 ft Outlet Control Properties Outlet Control HW Elev. Ke 100.59 ft 0.50 Upstream Velocity Head Entrance Loss 0.13 ft 0.06 ft Inlet Control Properties Inlet Control HW Elev. 100.52 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 1.2 ft' K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer: Fred Ernst d:\...\the plaza at pavillion.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 01/03/08 10:09:39 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Culvert Designer/Analyzer Report Basin 5 and 7 Culverts Analysis Component Storm Event Check Discharge 2.41 cfs Peak Discharge Method: User -Specified Design Discharge 0.95 cfs Check Discharge 2.41 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge 2.41 cfs Bottom Elevation 99.92 ft Depth 0.66 ft Velocity 1.40 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 2.41 cfs 100.98 ft 3.73 ft/s Weir Not Considered N/A N/A N/A Mtk-5° 2 S-c 0a An Project Engineer: Fred Ernst d:\...\the plaza at pavillion.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 01/03/08 10:09:50 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Basin 5 and 7 Culverts Component:Culvert-1 Culvert Summary Computed Headwater Elevi 100.98 ft Discharge 2.41 cfs Inlet Control HW Elev. 100.90 ft Tailwater Elevation 100.58 ft Outlet Control HW Elev. 100.98 ft Control Type Outlet Control Headwater Depth/Height 0.78 Grades Upstream Invert 100.00 ft Downstream Invert 99.92 ft Length 15.00 ft Constructed Slope 0.005000 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 0.65 ft Slope Type Mild Normal Depth 0.65 ft Flow Regime Subcritical Critical Depth 0.62 ft Velocity Downstream 3.73 ft/s Critical Slope 0.005690 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 100.98 ft Upstream Velocity Head 0.22 ft Ke 0.50 Entrance Loss 0.11 ft Inlet Control Properties Inlet Control HW Elev. 100.90 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 1.2 ft' K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer: Fred Ernst d:\...\the plaza at"pavillion.cvm Ernst Engineering CulvertMaster v3.0 [3.0003] 01/03/08 10:09:50 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Culvert Riprap Outlet Protection Basin 5 and 7 Culverts Riorao size: PD _ (V2 +gdY.s I Eq. HS-16 Pp V g d 5.9 3.73 32.2 0.65 'Enter Figure HS-20 with Pd and pipe diameter Minimum Thickness: T=1.75Dso Eq. HS-17 T (ft.) Riprap Type D60 (R.( 1.3 L 0.75 Basin length: For circular i e ( 1 Max L = 4D or L = - 2 I Eq. HS-18 Lmax D V 5 1.25 3.73 Basin width: W = 4 D Eq. HS-20 w D 5 1.25 Cut off wall depth: B = D +T Eq. HS-22 B (ft.) D T 1.94 1.25 1.3 Open Channels Table Rating Table for Trapezoidal Channel AS`µ S ANn S Project Description Worksheet Swales-Depth Flow Element Trapezoidal Cha Method Manning's Formi Solve For Channel Depth Input Data Left Side Slop 4.00 H : V Right Side Sic 4.00 H : V Bottom Width 0.00 ft Discharge 2.410 cfs Attribute Minimum Maximum Increment Mannings Coefficient 0.035 0.060 0.025 Channel Slope (ft/ft) 0.005000 0.040000 0.005000 Mannings Coefficient Channel Slope (ft/ft) Depth (ft) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.035 3.005000 0.66 1.40 1.7 5.41 5.25 0.060 3.005000 0.80 0.93 2.6 6.62 6.42 0.035 3.010000 0.56 1.82 1.3 4.75 4.61 0.060 0.010000 0.71 1.21 2.0 5.82 5.64 0.035.3.015000 0.53 2.11 1.1 4.40 4.27 0.060 3.015000 0.65 1.41 1.7 5.39 5.23 0.035 0.020000 0.51 2.35 1.0 4.17 4.05 0.060 0.020000 0.62 1.57 1.5 5.11 4.95 0.035 3.025000 0.49 2.56 0.9 4.00 3.88 0.060 3.025000 0.59 1.71 1.4 4.90 4.75 0.035 3.030000 0.47 2.74 0.9 3.87 3.75 0.060 3.030000 0.57 1.83 1.3 4.73 4.59 0.035 3.035000 0.46 2.90 0.8 3.76 3.64 0.060 3.035000 0.56 1.94 1.2 4.60 4.46 0.035 0.040000 0.44 3.05 0.8 3.66 3.55 0.060 0.040000 0.54 2.04 1.2 4.48 4.35 Project Engineer: Frederick C. Ernst dA... \pavilion . -.fm2 Ernst Engineering FlowMaster v7.0 [7.0005] 01/03/08 10:48:34 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Section A -A ��C t 0t4 Flow Element Irregular Chant Method Manning's Forr Solve For Channel Depth Input Data Channel Slc 020000 ft/ft Discharge 22.580 cfs Options Current Roughness Methc wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightint Horton's Method Results Mannings Coefficiel 0.013 Water Surface Elev 20.67 ft Elevation Range 1.20 to 21.50 Flow Area 3.7 ft' Wetted Perimeter 15.43 ft Top Width 15.40 ft Actual Depth 0.47 ft Critical Elevation 20.85 ft Critical Slope 0.003582 ft/ft Velocity 6.18 ft/s Velocity Head 0.59 ft Specific Energy 21.27 ft Froude Number 2.24 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+26 0.013 Natural Channel Points Station Elevation (ft) (ft) 0+00 21.50 0+00 21.00 0+12 20.20 0+26 21.00 0+26 21.50 Project Engineer: Frederick C. Ernst dA... \pavilion . .fm2 Ernst Engineering FlowMaster v7.0 (7.0005] 01/03/08 10:48:52•AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Page 1 of 1 o a 7 N CD N m a 3 m 0 0 a N n n 1 0 m 0 00 c D N Z M 0 m 0 m m �. o M m CD m � N_ n < _m V 0) o o m 0, N N N N N O O p > O A 00 N O +OppOo C) O + O O + O O N O p N UI < O N + W O p o m�c�� 'oto m N C C/) N N n O p co fD N N m m 2 CD 0 CD 0 o' m N N K m 0 m 0 9 `m � i m y 0 0 m w. m 7 d (p N > > C O O CcN O m N D O T = D r O N 0 CD m N a 0 Worksheet Worksheet for Irregular Channel Project Description Worksheet Section B-B Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth Input Data Channel Slr 020000 ft/ft Discharge 22.580 cfs Options Current Roughness Methr rved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Results Mannings Coefficiei 0.013 Water Surface Elev 20.66 ft Elevation Range 1.50 to 21.50 Flow Area 5.6 ft' Wetted Perimeter 44.57 ft Top Width 44.57 ft Actual Depth 0.16 ft Critical Elevation 20.74 ft Critical Slope 0.004368 ft/ft Velocity 4.05 ft/s Velocity Head 0.25 ft Specific Energy 20.91 ft Froude Number 2.02 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+85 0.013 Natural Channel Points Station Elevation (ft) (ft) 0+00 21.50 0+00 21.00 0+16 20.50 0+41 20.50 0+59 20.70 0+65 20.82 0+85 20.92 Project Engineer: Frederick C. Ernst dA... Xpavilion .fm2 Ernst Engineering FlowMaster v7.0 (7.00051 01/03/08 10:49:26 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1-203-755-1666 Page 1 of 1 0 t L LL N �Y' C UN m m U N 0 Cl) 0 <0 0 0 c `m c m 0 0 o 0 o 4 'c C N G N N N N O N PC L O O Na) ) t L) 0 v0i O V N 'V W rn C 0 O 0 O O m Q) d aEi c .0 0 rn' rn. N U) C L LL W O O A 71 L IDC 3 > O O U C N M L c > 0 6 71 N U �i a` LL U) in w O 0 0) + O t 0 O LO 0 0 v 0 O M + O 0 N O O O O7 OOp uIrr) O LO '00 M N N m m m N A 0 N 4 Q N co 0 n 0 0 F- L) Z c 'e c m O D W m 0 X W V 0 O O m n Vi N N a o° m O go v 0 APPENDIX II Table 3-3: Rational Method Runoff Coefficients for Composite Analysis, FCSDCM Table RO-3: Recommended Percentage Imperviousness Values, USDCM. Figure 3-1: City of Fort Collins, Colorado Rainfall Intensity -Duration -Frequency Curve, FCSDCM Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: I Asphalt...................................... 0.95 Concrete ..................................... 0.95 Gravel ....................................... 0.50 Roofs.......................................... 0.95 Lawns, Sandy Soil: Flat<28..................................... 0.10 Average 2 to 7%.............................. 0.15 Steep>78.................................... 0.20 Lawns, Heavy Soil: Flat<28..................................... 0.20 Average 2 to 7%.............................. 0.25 _ Steep>78..................................... 0.35 3.'1':'7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. .The time of concentration, Tc, represents the time for water to flow from the most remote part of the drainage basin under consideration to the design point under consideration. The time of concentration can be represented by the following equation. Tc = to, + tt Where: T, = Time of Concentration, minutes t„ = overland flow time, minutes tt= travel time in the gutter, swale, or storm sewer, minutes The overland flow time, t,,, ,can be determined either by the following equation or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). L87(7.1-CCf)D1/2 TOV S1/3 Where: T„ = Overland Flow Time of Concentration, minutes S = Slope, 8 C = Rational Method Runoff Coefficient D = Length of Overland Flow, feet' (500' maximum) Cf = Frequency Adjustment Factor The travel time, tt, in the gutter, swale, or storm sewer can be estimated with the help of Figure 3-3. 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. May 1984 Revised January 1997 Design Criteria 3-5 DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF TABLE RO-3 Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family Multi -unit detached 60 Multi -unit attached 75 Half -acre lot or larger Apartments 80 Industrial: Li ht areas 80 Heavy areas 90 Parks, cemeteries 5 Playqrounds 10 Schools 50 Railroad yard areas 15 ' Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis when land use not defined 45 Streets: Paved 100 Gravel(packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 ' See Figures RO-3 through RO-5 for percentage imperviousness. Based in part on the data collected by the District since 1969, an empirical relationship between C and the percentage imperviousness for various storm return periods was developed. Thus, values for C can be determined using the following equations (Urbonas, Guo and Tucker 1990). CA = K, + (1.31i'—1.44i- + 1.135i — 0.12) for C.4 >— 0, otherwise Q4 = 0 (RO-6) CCD = KCo + (0.858i' — 0.786i' + 0.774i + 0.04) (RO-7) Ce - (CA + CCn)12 in which: i = % imperviousness/100 expressed as a decimal (see Table RO-3) 06/2001 Urban Drainage and Flood Control District A La 4�1 O O Intensity (in/hr) W 4 CT O -4 w lug is oil Mo Big go Igloo .9 11 11101111111 FIRR I of MINOR 11111 HIM 1111111 OHIO 01110MR, goof URI 11fill, 01 11 E I I 'P111- nil 100101M929,1 60110010111111 11 1111110111111 MINIMUM Ill 11 WHIM2100911110 SM 9199919.910111 11 NO 11100214 1", NPRORREFIR I M I I I1 HIM 11111 1 1 11011119111111111 111111112 1111111 Ellie 111611111 11121111 lip I T 109 1 poll R RE Belli oil APO 9R11111111111 lllllfflllU11111101 10111111111 Jill 0 1z APPENDIX III Erosion Control Security Deposit Estimate January 4, 2008 Project No: 1592-07-07 City of Fort Collins Stormwater Utility P.O. Box 580 Ft. Collins, Colorado 80522 Re: Erosion Control Estimate The Plaza at Pavilion Lane (Lot 1, Goodwill Industries of Denver Subdivision) Fort Collins, Colorado Dear City of Fort Collins Stormwater Utility, Estimated erosion control costs for The Plaza at Pavilion Lane (Lot 1, Goodwill Industries of Denver Subdivision) is presented below. According to current City of Fort Collins policy, a project's erosion control security deposit is based on the larger of: • 1.5 times the estimated cost of installing the approved erosion control measures, or • 1.5 times the cost to re -vegetate the anticipated area to be disturbed by construction activity. INSTALLATION OF APPROVED EROSION CONTROL MEASURES ITEM QUANTITY UNIT PRICE TOTAL Gravel Inlet Filter 5 Each $ 286.00 $ 1,430.00 Silt Fence 9931f $ 1.25 $ 1,241.25 Wattles 6 Each $ 100.00 $ 600.00 Vehicle tracking pad 1 Each $ 1,265.00 $ 1,265.00 SUBTOTAL $ 4,536.25 SUBTOTAL TIMES 1.5 Lk,804.38 Unit prices from local contractor 11/07. REVEGETATION OF DISTURBED AREA ITEM QUANTITY UNIT PRICE TOTAL Seeding/Mulching 3.188 ac $ 640.00 $ 2,040.32 SUBTOTAL $2.040.32 SUBTOTAL TIMES 1.5 3 060.48 Unit prices from local contractor 11/07. 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com PAGE 2 January 4, 2008 Project No: 1592-07-07 Re: Erosion Control Estimate The Plaza at Pavilion Lane (Lot Fort Collins, Colorado 1, Goodwill Industries of Denver Subdivision) An erosion control security deposit is required in accordance with City of Fort Collins Stormwater Utility policy. In no instance shall the amount of the security be less than $1000.00. 1. According to current City of Fort Collins policy, the erosion control security deposit is figured based on the larger amount of 1.5 times the estimated cost of installing the approved erosion control measures or 1.5 times the cost to re -vegetate the anticipated area to be disturbed by construction activity. a. Based on current unit price data provided by a local erosion control company, the cost to install the proposed erosion control measures is approximately $2,682.25. As per City requirements, 1.5 times the cost to install the erosion control measures is $4,023.38. b. Based on current unit price data provided by a local erosion control company, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 3.188 acres), the estimated cost to re -vegetate the disturbed area will be $2,040.32 ($640.00 per acre x 3.188 acres). As per City requirements, 1.5 times the cost to revegetate the disturbed area is $3,060.48. CONCLUSION: The erosion control security deposit amount required for The Plaza at Pavilion Lane (Lot 1, Goodwill Industries of Denver Subdivision) shall be $6,804.38. If you have any questions, please contact me at 226-5334. Sincerely, Bin W. Shear, Shear Engineerii BWS/brb cc: Willco VIII, LLLP Spirit Hospitality LLC PA Partners, LLC APPENDIX IV (Stuffer Envelope) Master Drainage Plan Sediment/Erosion Control and Stormwater Quality Plan Storm Sewer Plan and Profile InCEr 32 361r 6- B.JNf 5' 0 a, w/L EWER E STORM em; WA /'/I // 'gI /// // •e �4, awc W I ii •- E 111 ///// ,] ; ��.�f�(e�g o , yy�� 4'�7• R I 5 Jill ;1p(C�� � � 1 - aN.SW B' PC W/L 5PW QiWAti7 all L' 1 III (LI KIIIp • //// a AS Wh Pac w BIT1 .0W a'PIL S/L 1611K Ma06 I I I • 1 If IN Ca 6 N69 }}' -E 30 •'E I oW R A 5 PSLr a Pvc s/J asrA9�IM r :7 II pr 121 j 11 I n C_ If 0.311e O a «ia o I I i 'I5 I 1 it I.I \ I ooze < b V n/ p�o F 3" OT NTi I I I n co tt A O AREANIEr :. `OT9�RE.)W�(� \ •i. I u4Vr I J I • 1 Ij I- I 5 R z SA sue • v v s'xcP Ry yr. S I I I I 1 I I I' I ® a 41. ,I, 0]O. E a BrWfN _,.. ... �— •_ J • 1 II \< r F �- L __�__ __� _ €__ _ IN _ E.. .` _ ... EX.Ir I 1 I 1110`]YFE le-- EN r r •1 - II L+y�{ZJI-'--'LTI 1 II \ •_W=)]11f 15 Rca r 11r r 11 r�'I )�1 W —�T �+ " II^• 1 I I .I \�/ �� A91A1 8,11 , O1vPEBII I II 1 , Ia III EK. XWEI II__rl—I 1 - �Io WILT X__ t;tl —L:I - I PAVILION LANE .)0' RfgpFOT/p/S W \� GRAPHIC SCALE Lit] of Port Collins. Colorado II'19119' PLAN APPROVAL CHCKED R� .n....Xaom. �R. oo. CX[a®rr• .m.W.,p Ma. o.n HEOND fr D ..We Wa vvm wrz � CHECKED BYE _ DATE m0 CHECKED BT _ I'm CUD 11 o1a�o� arz Me" Plebe be" ^b a ..�e..= byb• alr a, Feet idew • Idea �•i IN W)" Me nlne, d u,I ImM �atl6wV 61 ee Id• pV Or N Colllm fo tt of lml Ce�Wv aibw, • eAbu,M1,, Ne.more, eMe wee J n net ft d, Id Bwvtlun It Rem, oa I6• p1m, m W ffiAl puAOYYu el �n W ffim4Y nAyom wtr b] 0, My by IFeet u Cmun rn Aawxme BunuuAe w 0eme Aloe, uFeet 6A ,apural Eul'W Me tavAOuoum 1as. 5025 _-__- ' o p TOP. cMOE a ° TORN SEWED SWUWAY owe sEWu-.. LOW row-20. _.._ - _. rW I zl 0l _. :-. --_.._- --. _ 5025 -- _- _— .alamop" ._. _ SO2O -.. \... 3 \ _ EI£V-50 xa. - z XTME)NOYEaem i - 19.5o N > - - _ 6i0R4 X..Er NGPONL 5020 �IBr Cll�ll�x V s W POP 140E —_ ,m sn 5015 " J0'Pp+00 - RENCK 5015 S I23866 5010 54 0000 9T AM A I Ex.. V IN cs Xv.. 0m (E1- - _ L9 W OMi I8Q 24 __- RI a 01 _. 18 1 L#RING Bhh] - t W m $ a 0 4JX- 0.50Z_•_ _ _ "- 5010 ]9 v J]'9V J•6> - _ __. -- " -- PON AIIR -. Cn birRRE SENN C tOMAWG Rc RCP o ..5{ 67 —I "' " w _ S[ NNI — IN M -•AIJT — s013:aYfzt sol5m-(v-) --. - SOOS DEPTH -_ _ _� _ -_ - _ ".. s $r N, -2 A1' ps) STA1 9 9 Sr M1A-0 6T o i STA J. 6. 6i M1A4 y 59.o9I5-) -4+6113d "® Lox: yl RCPOO [ _ - XEY04E fv _ X Sw eu•.•u.n W Es STRUCTURE Dly]'�CNP IDS- 3050 E% _ _ _ __ _ , . F - jrC{BA NEI £ -Bf AH = V4N JX --NV I —HV % A- a, - SOOS EL-50 re. NV. W EY. IN. ] 5) 501] SR (O SOIJ JS -_ - - Y U-0011 L' { f59KrE - RTa R"IV) - -SO]0 J WIIyjI) rvv. IN (n c.- P S _� ♦ Ea-.. v }.n _NUI s ry m- SB -� - - _" I=_ ..3 20= _-LfP1N: 5000 ... __ ( 51I5 __. I l 15.]] (IP•) IA]3 sOIN° 452 - Sekam7 rr1ANAro _ STORM SEWER 5000 �( 5 O p O a Wp�- " - - -" E_ _ a — — STORM EWER A -. _-. bwwza.l0 W wv. w (E -- pyw . e3 B- t110 - - - --- STORM SEWER STATIONING 1+00 1+60 2+20 2+80 3+40 4+00 4+60 5+20 5+80 6+40 1+60 1+00 0+50 STORM SEXES STATIONING W. % k _•, 9nrsloxs mW GIbox po � DNA % o.N•Wa�� _ m1e aa..______4l.Y.GG- MEH] PA INVESTMENT LLC SHEAR ENGINEERING CORPORATION 036 SO. COLLEGE AVE. SUITE 12, FORT COWNpton S, COLORADO $0525 PHONE: (970) 226-533a (970) 226-U51 FAX: (9]0) 2112-0311 SPORE SEWER PLAN AND PROFUE THE PLAZA at PAVILION LANE FORT COLLINS, COLORADO MorzQ No. 1592-11I WIN SHEET N0. X0, 0r sx5ns Feld Book Clded B W s 6 15 srale R:1'- 3➢��V: 1e�S ,ep%vy_ B W S Ne CO tx/1 Z a d zwo — ,:.:... — 6'- — _ g STORM SEWER A T RM EW. LOT 4 a -Tow wa.00 84 o OF I Is'RP — — — -- — STORM SEWER 13 LARIMER COU CANAL 110. 2 ACCESS R AD _ _ _ _ _ — _ __ R _ _._ _ _ _ LARIMER COUNTY CANAL N0. 2 �� STORM SEVER C � \\\ K M`\ o' Fly \\\ Q c m - LOT 3 �` \ \ �`� \\; \ \ g, \ \\ \ \ rr.Tow 5025.00 \ 1 1 5,; 1\ • 11 \ \ m 1. 1\\ \ 1 OFFICE \ \ 1 'J COMIWORCIAL \ 1\ \1 1 \ RETAIL SITE 11 \I 1 \ 11\ 1 \II % \I 4 C iiTR x 11 1 368E AZ .. 11 •; �, 1 q 1 1 �� ® AIL (�J L.� _ _ _ _ d5E,3.9 _ _ (�= 111T III Nei � 51 III — I py pI _ _ � ( CIII / III y — .. I / I w { I S�. I. PI,�. ��:! GRAPHIC SCAIR City of Pert AN AP Colorado V791TY PLAN APPROVAL AL xPPAo9@ a. e.oem art GIECEFH n• __ _ 01ECMD W @s1mN.um Ill.w. wrt EI[CIID n P.Ra AND IRe...Rw mrt N.,11 ENY.mI mrt INVOKED T& HI BY " m Me r mt�.�wr � Pe rarearm,: a_v er and ~ .r+� x me ewm a Now. w. "R Rex Im wn . muu .. amMeN.R. L., m, MW Rea,= e Fee !e ecveeiN AT me ii ii, N" uuq me N. qv d wa ee eee vxeCar a Ali CeYbe M Wber fil 9um[Itlu el h," mem mef my 6e nepulmY Ymmt m. roP.woueN Pe.e.. - - PROP. CR. CC o STOW SPACE .FMISi: pWNO 0 STO M 5FRER - _.: _. Evar. wovrvD o sroRM scw R -_-- 5025 : -- - 5025 --:- _ _ - --' 15RR (15) O15]9 (24-) I5)n (xO -'� - ' BIWI fio• - -. 51 ]O V8 5011x9 (15'J e'— SIX 105 6EC{M R-$OIB50 Ex INV. IN (5) INV Wi III. DEPTH - 3.51' ISO EXIST C ROUND 0 STOP _ a SEWER R PROP cluDEoso rwEfl - IW m NCL 5020 5015 5020 5015 SOl D 5005 __— _ —. :. _ Lf 'R P 0 flx OLr I' fl P I00% _.T 115.91 15' RCP a osxx SB.OYV 15• CP 00.]xS --J _ STt 3f RIM=50315C INV_ OUT ]EPM - _. 9.95 _ 50'a 91 A59 L .._ - sTL' Ie590 a -I 6i E81 F1 - - - OI fi.P i7 Si 000 3f 1.N A-2 __. 9.30 - 0 INLET 59156.1 177 _ - - $rP 1f2939 �CaM N EL J'_aNL Si MN A 3 -.__.. 5005 _._ _—_ NLED 501499 Y99 Ere-ewlw 1M P'1. _. — - — --- — -_ RIE MpWI NV dli __ _ _ _ _. 50538. 50 5 38DEPTH p, P H Q m p EIM'S030N]O$) OEPTI INVi E. - (60 — 505.I3 50 513 '—_ 50533(10°- ) _ _.. _ —� M l A. l E V LEFT � _ _ RIN- INV. H X - INV. W ( $�� eEPTH . A2 fl SOx 6 IN N ( IN IN (W) IN V. 0U )� E DEPTH - zz _- -RIY 50]0.J - IN N ( INV Wi ( INV N ($} DEPTH - sd - RIM-W1950 N¢.OUi-50 ..' DEPTH - n 05 — : _ — —.: 5000 '-- - _ _ STORM S WR B STORM SE ER C-- -- S ORM SEWER D -- -- 5000 ply STM:EWER STAdCMNG 61 ONPSIm y 4vYtim �v5roxs 3+40 2+80 2+20 Date DeVen G Field Book tNKMa 8.W Smla Hd•- 30' V: 1•.5' ApprmNE 8 1+60 1+00 0+50 1+00 1+60 2+20 M C OECD SHEAR ENGINEERING CORPORATION S PA INVESTMENT LLC Y836 SO. COLLEGE AVE, SUITE 12, TORT COLLINS, COLORADO 80525 W S PRONE: (8]0) 228-533Y (8]0) 228-/651 iA%: (870) 282-0311 2+60 1+60 STORM SEWER PLAN AND PROFILE THE PLAZA at PAVILION LANE FORT COLLINS, COLORADO 1+00 0+50 OF PROJECT NO. SHEET NO. SHEETS 1592-07-07 srYIYI-PP11OR 7 15 // /7 // � /// ��• j Il llj j// l IIIIII i iii l' I�Iit jell/I1. 11,1111 I, iili! 1111111 11111. 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L___ _---__-_ In e' STORN SEVER77 '� 1 1 \ r If s E BYISpXS or a DIInYEaI oY h- OeYEN I In IN MIN I �'1F� p ♦ �r LOT 3 00 y00op ��� 7a n.TOW 5025w A' n DEWNx CHANNEL { Ewall�1 r • \ / I INRTR OUSEL BrWA-0 \ LOT 2 �7 -// ,1� •tX`, \ \\\ ;'T.Tw 5021.w STROP el§r-IOA love 'mENMH CHAHIR'� un cn' I'��,\\ \ `,`\ •\ \ Ada It or 40v /. . = EXISTING LOT 2 \` GOODWILL INDUSTRIES � _:✓ \� OF DENVER ., R O • - -L= I I I I I I I F, T �� � � 1-1-4 -4- J. F-I 4 Hydrology Summary Table g rletentinn 9ommarV Table .. GRAPHIC SCALE a is TO 11 IpR: SEE SECTIONS A -A AND B-B IN ORYNAOE REPORT LEGEND EM OTHO I' CONTOUR w --- EXISnxO 5' WNYOUR 5024 PROPOSED I CONTOUR 5020 PROPOSED T CONTOUR IMIH BOUNDARY e� A . @ASIAREA IN ATION R . uu ACRES c . c0uvosrtE RMNOFr (IN COEFFICIENT (IN YR. ryENI) QD . DESIGN POINT DESIOHATgH PROPOSED STORN SERVER nOW DIRECTION wiIN YR Mo Detention Area 100 yr WSEL Storage (Bcdt) I TYPE MAXIMUM DEPTH D1 5022.82 0.175 PARKING LOT 1.32' D3 5019.96 0204 PARKING LOT 1.46' D4 5019.50 0067 PARKING LOT 1.00' Detention Pond 5019.50 OA67 POND Total Storage FrOVlded 0213 100 yr Design Point Basin (a) ATes (acre) Compesga "C" Compeslte'C' p10 LI1 1 1 0]6 0.76 0.5 0.88 1.00 3 3 0.88 0.88 1.00 3.68 8.54 4 4 0.21 0.85 1.00 0.87 2.07 5 5 1 0.13 1 0.63 0.79 0.42 1.06 6 0.14 0.dS 0.57 - - 6 1,2,3,4,5.6,7 3.08 0.80 1.00 &M 22.58 7 7 0.28 0.70 0.88 0.95 2,41 7a 7a 0.11 0.71 0.89 0.37 0.95 ST-102 ST-102 0.21 0.72 0.89 0.73 1.86 ST-103 ST-103 0.31 0.62 0.77 0.87 I'Ll we gown BR.B CANIDnE,AR GIYUIIY 1186IIYV L.vau va,.n AavaT fiNX BR% CeakeG B W S PA INVESTMENT LLC 4 6 So. COLLEGE RAI SURE 12. FORT COLLINS, COLORANDO W25 Y. AI A W q I I PHONE: (970) 226-5334 (970) 225-4431 FM: (970) 262-0311 I MASTER DRAINAGE PLAN THE PLAZA at PAVILION LANE FORT COLLINS, COLORADO City of Port Collins, Colorado V77UTY PIAN APPROVAL APPRavED taw ENGINEER WE CXFCNFO TO MIR a'ITEurzn Inure act CHECKED NT noR,x, ER nanr wrz CHEC"'M BY vows NO aaAm wrt LIECNm BY• MwM wAnt o,IE CI[tlrD BY• u,., .e PI Ron aaEaD Br a mm IENTu "In one R.,v Nwes on,, even mn...a by Me my aFort Enab lenv re ernmIF. Me ,Y" done not Onpa mym W by M or n a w Ne nay N yet CeWu ayNw. A o re ee,,.nar end aar..amw W en. m�w:unnv. yvle.,mn,.. we renew doet net u ynet a rz my on we peas an,Me and au.n wed me clew vdeU 1 bRe en mw e CaWntells f fin"0el rm ii®R) Me City a MI e /aa. mam teat mq b rwaaea any ue 1anvDaaoan yew. 15 m / / / r / I 1 I NATJRIL BUFFER P EXISTING oea \,, PARKWAY TOWNHOMES P.U.D. \_e__=Y___BasTOW KEWE^are=ar=:a=ea==as=ee=ar __ae=ax=r=ar-m C NATURAL 11UFRFII • LOT 3 sai aV OFFICE n20: A.) \0 COMMERCIAL RETAIL Er -row Soxs oo 5,00 r t I Cl lip II / _J L IP ip 77-7 __ ____W w _�" ,IF Ills - ___ / I1 fell _-- • r" ___ `�i'''// �I}I� LOT 1 9141 Sr. Ceedppppp� OFFICE COMMERCIAL RETAIL SITE \ \` Er -row wr.5o �• DETENTION POND (50wNp rNm) SEDIMENT TRAP _ LOT 2 lI `` i \J +\ EXISTING \ ` REFLECTIONS SENIOR APARTMENTS ♦ \ l lip \ Mf Pa4. / EXISTING LOT 2 GOODWILL INDUSTRIES \0 %5/� / ���\ \�' OF DENVER "�♦La%'' / ;/' \\.'' ter"\? cS. 0 OFFICE 0,500.H SF (0.x0S An.) 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Iwrz CHECKED 6l na ER order am CHECKED 6f er "Dwrar I'm CHECKED BY' olom >rz CXF[NFO BY' uan xo WA use CHECKED BY le"i'm a Pw.dd nen op ;land a be., rtMe.b by a, City o 1 cnji rew ^y0e01 0�. me mild If a'IC re .e by "ThAapple �PI�r;M eliher lenp Ind Onolr� neidEng e If hat %wl,red, �elMae, In pan bi oe w mrr:lrvea en, the noveller linen anf s"''pe ' cce;l.nne It fmm'lel ed'et @y m; me cly, o' Fort n aaxilhe ra .dapip onenuum . .eo.. . m le rpn4ed annnr Me n ne roeY n peud. y REVISIONS One Drawn JIM QUENT SHEAR ENGINEERING CORPORATION SEDIMENT/EROSION CONTROL AND SPORMWATER QUALITY PLAN "" n"' SHEET No. sxEE*s owd W Av1phe1 Flees BvvA CIwrRM B.W.S. PA INVESTMENT LLC /836 SO. COLLEGE AVE, SUITE 12, FORT GOWNS, COLORADO 80525 THE PLAZA at PAVILION LANE I502-07-07 Eappi Be DentalYak Tom= 3O bwovM B.W.S. PHONE: (920) 226-5334 (920) 226-4451 FAX: (970) 282-OJII FORT COLLINS, COLORADO o-Emslvx.red